CN102418424B - Method for reinforcing silo in circumferential direction - Google Patents
Method for reinforcing silo in circumferential direction Download PDFInfo
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- CN102418424B CN102418424B CN 201110289986 CN201110289986A CN102418424B CN 102418424 B CN102418424 B CN 102418424B CN 201110289986 CN201110289986 CN 201110289986 CN 201110289986 A CN201110289986 A CN 201110289986A CN 102418424 B CN102418424 B CN 102418424B
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Abstract
The invention discloses a method for reinforcing a silo in a circumferential direction. Prestressed reinforcing steel is tensioned on the silo in the circumferential direction to apply circumferential compressive pre-stress, and storage materials of the silo are unloaded before the prestressed reinforcing steel is tensioned so as to eliminate stress lagging of reinforcement materials; and after the prestressed reinforcing steel is tensioned, two mortar bonding layers are coated, and in order to establish certain compressive pre-stress, and eliminate or reduce the tensile stress of the mortar bonding layers in the working state, the storage materials of the silo are loaded before mortar is coated, coupling ribs are implanted into the wall of the silo and are extended into the mortar bonding layers, and a reinforcement net is arranged between two mortar bonding layers. By the innovation of a construction process and a structure, stress lagging of the reinforcement materials is eliminated, the intensity of the reinforcement materials is fully utilized, the tensile stress of the mortar bonding layers in the working state is reduced and the problem that the bonding mortar cannot resist cracking, and the good effects and durability of silo reinforcement are achieved by economic technological means. Compared with the conventional method for improving a section by pouring concrete, and the common external pre-stress reinforcement method, the method has the advantages that: a template or a slip form is not needed to be manufactured in high altitude, high-altitude concrete cast-in-place operation is avoided, construction complexity is reduced, the silo is easy to reinforce, a construction period is saved and the method has obvious economic benefits.
Description
Technical field
The invention belongs to the silo structure field, relate in particular to a kind of silo hoop reinforcement means.
Background technology
Silo has a large amount of application at industrial circle, it is used for storing the various storing of manufacturing process (as coal and cement life, grog etc.), wherein, reinforced concrete silo or prestressed reinforced concrete silo are most widely used in engineering practice with its lower cost and favorable durability, because the needs of function, the diameter of silo can reach more than the 20m, and height can reach more than the 60m, is the very important structure in engineering field.Reinforced concrete silo or prestressed reinforced concrete silo are following in working order, the hoop tension that its bulkhead is caused by lateral pressure mainly, and therefore, the reinforcing bar of silo disposes mainly based on circumferential reinforcement, and the circumferential reinforcement consumption is big, and arrangement pitch is little.
Several silo collapse accidents take place in recent years, use investigation to find, silo in use bulkhead the phenomenon in crack to occur very general, the safety of silo structure in this serious threat, simultaneously, has also had a strong impact on the durability of silo structure.But the generation attribution in crack is following reason: 1) the circumferential reinforcement arrangement pitch of silo bulkhead is too little, construct unreasonable, even reach below the 80mm, and divide multilayer to arrange along wall thickness, add that vertical reinforcement distributes, reinforcement placement is very intensive, and the slding form operation duration is tight, work high above the ground is difficult to guarantee concrete pouring quality; 2) the circumferential reinforcement consumption is big, but is tension or control of crack width needs, usually has the problem of using inferior materials and turning out substandard goods in the actual engineering, and late detection finds that the circumferential reinforcement spacing usually is far longer than design load; 3) cracking computation is considered not enough, the radial pressure of bin stock in bulk makes bulkhead produce the hoop tensile stress in the storehouse, increase with the bin stock degree of depth, the hoop tensile stress increases gradually, simultaneously, many silos usually store the high temperature storing, the high temperature bin stock makes the inside and outside both sides of bulkhead have the big temperature difference, make inboard pressurized, the outside tension in its hoop cross section, after load stress and the thermal stresses stack, there is big tensile stress in the outside, bulkhead hoop cross section, and thermal stresses is not usually considered in design or it is not enough to consider, this usually directly causes the cracking of bulkhead.
At the reinforcing technique of bulkhead owing to the resistance to tension deficiency, the one, ordinary reinforced concrete increasing section method is at former silo bulkhead outside colligation reinforced steel, concreting, the weak point of this technology is: it is passive reinforcing, can not reduce closed primary fracture, has the secondary loading problem, concreting thickness is big, situ wet work operations amount is big, the form construction technology complexity, and the work high above the ground difficulty is big, the cost height, and the after-pouring concrete is subject to draw back and splits.The 2nd, common external prestressing strengthening method, build ordinary reinforced concrete in the former bulkhead outside, the while reserving hole channel, treat that concrete reaches its design strength more than 90%, apply external prestressing, the weak point of this technology is: face a large amount of high-altitude concreting difficult problems equally, and the slding form operation complexity, the concrete curing cycle is long.For avoiding a large amount of concretings in high-altitude, smear mortar and replace concreting well selection beyond doubt, but, a little less than the ordinary mortar resistance to tension, ftracture easily, when smearing thickness is big, shrinkage strain is big, easily produce shrinkage crack, polymer mortar has mechanical property preferably, smear polymer mortar and replace concreting to have feasibility technically, yet, the cost height of polymer mortar, price is tens of times a height of ordinary mortar, make that the reinforcing cost of silo is quite high, therefore, how solving ordinary mortar cracking resistance and Crack Control problem in silo is reinforced is to use the key technical problem that ordinary mortar replaces concreting in the silo ring is reinforced.
Summary of the invention
The purpose of this invention is to provide a kind of silo hoop reinforcement means, the silo hoop is carried out active to be reinforced, innovation by construction technology process and structure, the stress of eliminating reinforcement material lags behind, make full use of reinforcement material intensity, reduce the tensile stress of mortar bonding layer under the duty, solve the cracking resistance problem of adhesive mortar, realize good result and the durability that silo is reinforced with the economy technological means.
Technical scheme of the present invention is: a kind of silo hoop reinforcement means, and by arranging that at the silo hoop tensioned prestressing bar applies the hoop compressive pre-stress, for the stress of eliminating reinforcement material lags behind, before tensioned prestressing bar, the storing of removal silo; After the tension of prestressed tendon, divide render and set mortar bonding layer,, eliminate or reduce the tensile stress of mortar bonding layer under the duty, smear the storing that mortar loads silo before for setting up certain compressive pre-stress; The bulkhead of silo is implanted and is connect muscle, and stretches in the mortar bonding layer, between the two-layer mortar bonding layer enhancing net is set; It is characterized in that its construction sequence is as follows:
1) implants anchor rib in the bulkhead punching of silo;
2) build steel concrete anchoring pier, the anchoring pier links to each other with bulkhead by anchor rib;
3) storing of removal silo makes bulkhead be in the zero load state that do not stress;
4) arrange tensioned prestressing bar at the silo hoop, presstressed reinforcing steel arranges that along the silo high degree of dispersion two ends of presstressed reinforcing steel are anchored in the anchoring pier;
5) with bulkhead concrete external surface cutter hair, remove floating dust;
6) implant the connection muscle in the bulkhead punching of silo, connect muscle and be the quincunx even layout of dispersion, connect the muscle exposed junction and be provided with 180 ° of crotches;
7) storing of loading silo makes bulkhead be in the loading stress;
8) smear first floor mortar bonding layer, and keep silo stress state water seasoning;
9) plug-in enhancing net strengthens net and is fixed in the connection muscle;
10) smear second layer mortar bonding layer, and keep silo stress state water seasoning.
The net structure that described enhancing net is formed by warp fiber and weft fiber square crossing, its material are that several specific admixtures a kind of or wherein in steel wire, glass fiber, aramid fiber, basalt fibre, carbon fiber, polyethylene fibre, the vinal form.
Described mortar bonding layer mixes short fiber, and short fiber adopts a kind of in steel fibre, glass fiber, basalt fibre, carbon fiber, polyethylene fibre, vinal, the polypropylene fibre or wherein several.
In the technical scheme of the present invention, before tensioned prestressing bar, the storing of removal silo makes bulkhead be in the zero load state that do not stress, and the stress that can eliminate presstressed reinforcing steel lags behind, and improves the actual effect of tension of prestressed tendon; And before smearing the mortar bonding layer, load the storing of silo, make bulkhead be in the loading stress, set up certain hoop tensile stress, finish smearing and maintenance of mortar bonding layer under this state, bulkhead hoop retraction is set up certain compressive pre-stress to the mortar bonding layer during removal storing, make the mortar bonding layer tensile stress or the very little tensile stress of appearance in real work, not occur, and then solve mortar bonding layer crack in tension problem; Mortar divides render and set, can reduce an excessive shrinkage strain of smearing thickness, simultaneously, strengthens the setting of net and the technical measures that mortar mixes short fiber between the two-layer mortar, can further prevent the mortar shrinkage cracking, guarantees durability of structures.
The present invention has the following advantages with respect to prior art: with respect to traditional fluid concrete increasing section method and common external prestressing strengthening method, do not need the high-altitude to make template or slding form operation, avoid high-altitude concrete cast-in-situ operation, reduced the complexity of construction; Simultaneously, the mortar bonding layer has reduced back-up coat thickness with respect to the concrete increasing section, reduced the consumption of concrete and reinforcing bar, the stress of having eliminated presstressed reinforcing steel lags behind, reduced the tensile stress of mortar bonding layer under service load, even tensile stress does not appear in the mortar bonding layer, solved the cracking problem of mortar bonding layer, and by the enhancing net being set and mixing the shrinkage crack that short fiber further prevents mortar, make mortar replace concrete to have the feasibility of reality as the bonding packing material, the present invention constructs simply, saves the duration, has remarkable economic efficiency.
Description of drawings:
Fig. 1 is the process chart of silo hoop reinforcement means;
Fig. 2 waits to reinforce the silo schematic cross-section;
Fig. 3 is waiting that reinforcing the punching of silo bulkhead implants anchor rib, builds steel concrete anchoring pier schematic diagram;
Fig. 4 is waiting to reinforce silo hoop tensioned prestressing bar schematic diagram;
Fig. 5 is the presstressed reinforcing steel schematic diagram;
Fig. 6 is waiting that the bulkhead punching implantation of reinforcing silo connects the muscle schematic diagram;
Fig. 7 connects the muscle organigram;
Fig. 8 is waiting that the outer wall of reinforcing silo smears first floor mortar bonding layer;
Fig. 9 is at the plug-in enhancing net of the bulkhead schematic diagram of waiting to reinforce silo;
Figure 10 is the structure construction schematic diagram that strengthens net;
Figure 11 is waiting that reinforcing the silo outer wall smears second layer mortar bonding layer;
Figure 12 is a bulkhead structure A-A generalized section after the reinforcing silo is finished.
In accompanying drawing 1～accompanying drawing 12,1 is bulkhead; 2 is storing; 3 are the anchoring pier, and 31 is anchor rib; 4 is presstressed reinforcing steel; 5 for connecting muscle; 6 is first floor mortar bonding layer; 7 for strengthening net; 8 is second layer mortar bonding layer; 71 for strengthening the net warp fiber; 72 for strengthening the net weft fiber.
The specific embodiment:
Understand for technical characterictic of the present invention, purpose and effect being had more clearly, now contrast description of drawings the specific embodiment of the present invention.The invention provides a kind of silo hoop reinforcement means, by arranging that at the silo hoop tensioned prestressing bar applies the hoop compressive pre-stress, for the stress of eliminating reinforcement material lags behind, before tensioned prestressing bar, the storing of removal silo; After the tension of prestressed tendon, divide render and set mortar bonding layer,, eliminate or reduce the tensile stress of mortar bonding layer under the duty, smear the storing that mortar loads silo before for setting up certain compressive pre-stress; The bulkhead of silo is implanted and is connect muscle, and stretches in the mortar bonding layer, between the two-layer mortar bonding layer enhancing net is set.Reinforcing with a cement silo below is example, and the construction sequence of the inventive method is described:
1) implant anchor rib 31 in bulkhead 1 punching of silo, bulkhead thickness 450mm, anchor rib 31 adopts two grade reinforcing steels of diameter 12～16mm, implants bulkhead 1 degree of depth 300mm, and protruded length 200～300mm does not wait, and exposes the end and flushes;
2) build steel concrete anchoring pier 3, anchoring pier 3 links to each other with bulkhead 1 by anchor rib 31, anchoring pier 3 thickness 200～300mm, and width is not less than 600mm, anchoring pier 3 is decided on silo hoop girth along silo hoop number, and its concrete strength should be greater than former bulkhead concrete strength;
3) storing 2 of removal silo makes bulkhead 1 be in the zero load state that do not stress;
4) arrange tensioned prestressing bar 4 at the silo hoop, presstressed reinforcing steel 4 arranges that along the silo high degree of dispersion spacing is preferably 80～400mm, and the two ends of presstressed reinforcing steel 4 are anchored in anchoring pier 3;
5) with bulkhead 1 concrete external surface cutter hair, convex-concave is not less than 5mm, removes floating dust;
6) implant connection muscle 5 in bulkhead 1 punching of silo, connecting muscle 5 diameters is 5～12mm, and connection muscle 5 is and disperses quincunx even layout, implantation depth 5～10cm, protruded length 5～10cm, protruded length are no more than screed thickness, and exposed junction is provided with 180 ° of crotches;
7) load the storing 2 of silo, make bulkhead 1 be in the loading stress, loading should reach silo fully loaded more than 90%;
8) smear first floor mortar bonding layer 6, and keep silo stress state water seasoning;
9) plug-in enhancing net 7 strengthens net 7 and is fixed in connection muscle 5;
10) smear second layer mortar bonding layer 8, and keep silo stress state water seasoning.
The net structure that described enhancing net 7 is formed by warp fiber 71 and weft fiber 72 square crossings, its material is that several specific admixtures a kind of or wherein in steel wire, glass fiber, aramid fiber, basalt fibre, carbon fiber, polyethylene fibre, the vinal form, grid hole is of a size of 5～200mm, the cross section of warp fiber 71 and weft fiber 72 can be circle, square or rectangular, and sectional area is 1～100mm
2, should select the net structure that size of mesh opening is little, diameter is thin for use, its effect is the shrinkage stress that bears the mortar bonding layer, prevents the shrinkage cracking of mortar.
Described mortar bonding layer mixes short fiber, short fiber adopts a kind of in steel fibre, glass fiber, basalt fibre, carbon fiber, polyethylene fibre, vinal, the polypropylene fibre or wherein several, it mixes percent by volume 0.1～0.9%, effect is the local contraction stress that bears the mortar bonding layer, prevents the local contraction cracking of mortar.
Claims (3)
1. silo hoop reinforcement means, by arranging that at the silo hoop tensioned prestressing bar applies the hoop compressive pre-stress, for the stress of eliminating reinforcement material lags behind, before tensioned prestressing bar, the storing of removal silo; After the tension of prestressed tendon, divide render and set mortar bonding layer,, eliminate or reduce the tensile stress of mortar bonding layer under the duty, smear the storing that mortar loads silo before for setting up certain compressive pre-stress; The bulkhead of silo is implanted and is connect muscle, and stretches in the mortar bonding layer, between the two-layer mortar bonding layer enhancing net is set; It is characterized in that its construction sequence is as follows:
1) implants anchor rib (31) in bulkhead (1) punching of silo;
2) build steel concrete anchoring pier (3), anchoring pier (3) links to each other with bulkhead (1) by anchor rib (31);
3) storing of removal silo (2) makes bulkhead (1) be in the zero load state that do not stress;
4) arrange tensioned prestressing bar (4) at the silo hoop, presstressed reinforcing steel (4) arranges that along the silo high degree of dispersion two ends of presstressed reinforcing steel (4) are anchored in anchoring pier (3);
5) with bulkhead (1) concrete external surface cutter hair, remove floating dust;
6) implant connection muscle (5) in bulkhead (1) punching of silo, connect muscle (5) and be the quincunx even layout of dispersion, connect muscle (5) exposed junction and be provided with 180 ° of crotches;
7) storing (2) of loading silo makes bulkhead (1) be in the loading stress;
8) smear first floor mortar bonding layer (6), and keep silo stress state water seasoning;
9) plug-in enhancing net (7) strengthens net (7) and is fixed in connection muscle (5);
10) smear second layer mortar bonding layer (8), and keep silo stress state water seasoning.
2. a kind of silo hoop reinforcement means as claimed in claim 1, described enhancing net (7) is the net structure that warp fiber (71) and weft fiber (72) square crossing form, and its material is that several specific admixtures a kind of or wherein in steel wire, glass fiber, aramid fiber, basalt fibre, carbon fiber, polyethylene fibre, the vinal form.
3. a kind of silo hoop reinforcement means as claimed in claim 1, described first floor mortar bonding layer (6) and second layer mortar bonding layer (8) mix short fiber, and short fiber adopts a kind of in steel fibre, glass fiber, basalt fibre, carbon fiber, polyethylene fibre, vinal, the polypropylene fibre or wherein several.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201110289986 CN102418424B (en) | 2011-09-28 | 2011-09-28 | Method for reinforcing silo in circumferential direction |
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| CN 201110289986 CN102418424B (en) | 2011-09-28 | 2011-09-28 | Method for reinforcing silo in circumferential direction |
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| CN102418424A CN102418424A (en) | 2012-04-18 |
| CN102418424B true CN102418424B (en) | 2013-07-31 |
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Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN103669894B (en) * | 2012-09-14 | 2016-08-31 | 贵阳铝镁设计研究院有限公司 | The reinforcement means of a kind of reinforced concrete silo inwall and structure |
| CN103835520A (en) * | 2012-11-20 | 2014-06-04 | 王哲 | Strengthening method for exerting hooping force on columnar structure through multi-layer wound tension belt |
| CN103669900B (en) * | 2013-12-03 | 2015-11-04 | 东北电业管理局烟塔工程公司 | Integral reinforcement construction method for outer barrel wall of chimney |
| CN104675139B (en) * | 2015-02-25 | 2017-03-08 | 中交第四公路工程局有限公司 | Concrete tube chamber structure Multi-point fastening reinforcement means |
| CN106930550A (en) * | 2015-12-30 | 2017-07-07 | 卡本复合材料（天津）有限公司 | A kind of carbon fiber mesh reinforcement means |
| CN106930587B (en) * | 2017-03-03 | 2018-10-23 | 苏州中材建设有限公司 | Novel pre-stressed cement produced with the dry method silo and reinforcement means |
| CN107907256A (en) * | 2017-11-08 | 2018-04-13 | 山东华建仓储装备科技有限公司 | A kind of method that large warehoused equipment is made of prestress wire |
| CN208934432U (en) * | 2018-01-19 | 2019-06-04 | 江苏新筑同创土木工程有限公司 | It is a kind of circle concrete tube chamber structure without support prestressed reinforcement equipment |
| CN110409900A (en) * | 2019-08-12 | 2019-11-05 | 河南工业大学 | Hybrid connection precast prestressed concrete circle warehouse structure |
| CN111139856B (en) * | 2019-10-31 | 2022-03-29 | 中材海外工程有限公司 | External prestressed tendon structure, prestressed concrete annular foundation and construction method thereof |
| CN112096156A (en) * | 2020-09-18 | 2020-12-18 | 中冶建筑研究总院有限公司 | Reinforced concrete silo, protection method for silo wall of silo and material storage station |
| CN114033231A (en) * | 2021-11-29 | 2022-02-11 | 中冶华天南京工程技术有限公司 | Local reinforcing method for concrete silo |
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| JP3741490B2 (en) * | 1996-09-17 | 2006-02-01 | 佐藤工業株式会社 | Seismic reinforcement method for existing concrete structures |
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